High-Type Bituminous Pavements Dr. TALEB M. AL-ROUSAN

High-Type Bituminous Pavements

Dr. TALEB M. AL-ROUSAN

High-Type Bituminous Pavements

HMA Widely used in urban & rural areas.If properly designed & constructed, HMA

pavements can carry very high volumes.Majority have economic life of 20 years.Prepared in hot mix plants.Thickness vary.

Fundamental Properties of Design

1. Stability: Property of compacted mixture that enables it to withstand the stresses imposed on it by moving wheel loads with sustaining substantial permanent deformation.

2. Durability: Property of compacted mixture to withstand the detrimental effects of air, water, & temperature changes.

Density of HMA

Both stability & durability are related to the density of the mix.

Density is expressed in terms of voids in the mixture.

Voids: Amount of space in the compacted mixture that is not filled with aggregates or bituminous materials (i.e. filled with air).

Dense mixture…….low voids Loose mixture…….high voids Extent of voids is determined by % of AC in

the mix.

Goal of Mix Design

Determine the best or optimum asphalt content that will provide the required

stability & durability as well as additional desirable properties such as

impermeability, workability, & resistance to bleeding.

Stability & Density

Density & stability increase as AC% increase up to a point where they will start to decrease because aggregates will be forced apart by excess of bituminous materials.

It is not practical to say that the best AC would be the one that would just fill the voids in the compacted mixture.

Raise in Temperature……AC expand…..AC overfill the voids……Bleeding…… loss in stability.

Traffic……Raise density……Reduce voids……Excess AC…….. Bleeding……..Loss in stability.

Compromise is needed when selecting optimum AC%.

Requirements of HMA

Sufficient asphalt to ensure a durable pavement Sufficient stability under traffic loads Sufficient air voids in the compacted mix

Upper limit to prevent excessive environmental damage (permeation of harmful air & moisture).

Lower limit to allow room for initial densification due to traffic, and slight amount of asphalt expansion due to temperature increase.

Sufficient workability to permit efficient placement of the mix without segregation & without sacrificing stability & performance.

For surface mixes, proper aggregate texture & hardness to provide sufficient skid resistance in unfavorable weather conditions.

Classification of Hot-Mix Paving

According to Asphalt Institute: Asphalt paving mixtures are designed & produced using wide range of aggregate types & sizes.

Asphalt concrete = HMA= Intimate mixture of coarse & fine aggregates, mineral filler, and asphalt cement.

Mixes are classified based on aggregate gradation used in the mix (i.e. Uniform graded, Open graded, Gap graded, Coarse graded, fine graded.

Classification of Hot-Mix Paving Cont.

Other grades Sheet asphalt: AC + Fine Agg. + Mineral filler

(Surface mixtures) Sand asphalt: AC + Sand (with/without mineral

filler) Mixes are designated also according to use in

layered system: Surface mixes: Upper layer Base mixes: Layer above subbase or subgrade Leveling mixes: Intermediate (to eliminate

irregularities in existing surfaces prior to new layer).

Materials for Asphalt Concrete Paving Mixes

Coarse Aggregates Retain #8 (Asphalt Institute), or #10. Function in stability by interlocking & frictional

resistance. Crushed stone, crushed gravel, crushed slag. Should be hard, durable, and clean.

Fine Aggregates Pass #8 retained # 200 Function in stability by interlocking & frictional

resistance. Crushed materials and sand. Void filling of coarse aggregates.

Materials for Asphalt Concrete Paving Mixes

Mineral Filler Pass # 200 Function in voids filling Limestone dust, Portland cement, Slag, Dolomite dust. Required to be dry & free from lumps. Hydrophobic in nature

Bituminous Materials Semi solid asphalt cement (AC) More viscous grade (AC-20, AC-40) recommended for high traffic &

hot climates. AC-2.5, AC-5 used in medium or low traffic in cold regions.

Various Specifications are available for aggregate gradations and composition for base, binder, and surface course (see Table 19.1 in Text).

Job Mix Formula

Composition of the mix must be established Job Mix Formula (JMF) = Design of the

mixture. See Table 19.2 in Text for JMF tolerance. JMF is determined in two steps:

1. Selection & combination of aggregates to meet limits of specifications.

2. Determination of optimum asphalt content.

Selection & Combination of Aggregates

In normal procedure…..coarse & fine aggregates in the vicinity of the project site are sampled & examined…..If suitable can be used…… Economical alternative….. If not…….Suitable aggregate source should be found.

Combine aggregates (Determine proportions of the separate aggregates to give a combination that meet spec.)

Proportions must be far from extreme to provide room for JMF tolerance.

Process: Trial & Error with critical sieve selection for start with values.

Spread sheet (Excel) See Tables 19.4 & 19.5 in Text for example.

Determination of Optimum Asphalt Content

Lab procedure: Prepare trial mixtures using selected aggregate proportions with various percentages of AC within limits of mix spec.

Each trial mix is prepared to secure high density. Density, stability, and other properties are then

determined Three mix design methods:

1. Marshall2. Hveem3. SuperPave

Methods differ in: compaction procedure and strength tests.

MARSHALL MIX

DESIGN

Marshall Mix Design

Developed by Bruce Marshall for the Mississippi Highway Department in the late 30’s

US Army Corps of Engineers (WES) began to study it in 1943 for WWII (airfields) Evaluated compaction effort

No. of blows, foot design, etc. Decided on 10 lb.. Hammer, 50 blows/side, 18”

drop 4% voids after traffic

Initial criteria were established and upgraded for increased tire pressures and loads

Procedure is valid for max aggregate size of 1.0 inch when using a 4.o inch diameter mold. Sizes bigger than 1.0 inch require the use of modified Marshall procedure.

Marshall Mix Design Procedure

Step 1: Aggregate Evaluation Determine acceptability of aggregate for use in HMA

(L.A. Abrasion, Soundness, Sand Equivalent, Flat & Elongated, % Crushed faces, …).

If aggregate accepted, perform the following aggregate tests: Gradation, S.G.,& absorption.

Perform blending calculations (deviate from max. density line to increase VMA).

Prepare specimen weigh-out table by multiplying % aggregate retained between sieves times aggregate weight (1150g), then determine cumulative weights.

Marshall Mix Design Procedure Cont.

Step 2: Asphalt cement evaluation Determine appropriate asphalt cement grade

for type & geographic location. Verify that spec. properties are acceptable. Determine AC viscosity & S.G. Plot viscosity data on Temperature - Viscosity

plot. Determine mixing & compaction temperature

ranges from plot. Mixing viscosity range (170 +- 20 CSt) Compaction viscosity range (280 +- 30 Cst).

.1.1

.2.2

.3.3

.5.5

11

1010

55

100100 110110 120120 130130 140140 150150 160160 170170 180180 190190 200200

Temperature, CTemperature, C

Viscosity, Pa sViscosity, Pa s

Compaction RangeCompaction Range

Mixing RangeMixing Range

Mixing/Compaction Temps


Step 3: Preparation of Marshal Specimen Dry, then sieve aggregates into sizes

(individual sizes), at least 18 samples (1150 g), total of 25 kg & 4 liters of AC.

Weigh out 18 specimens in separate containers and heat to mixing temperature.

Prepare trial mix to check specimen height (2.5 inch +- 0.2), adjust quantity of aggregate by Q = (2.5/h1)* 1150.

Heat sufficient AC to prepare a total of 18 specimens


Prepare (3) specimens @ (5) different AC contents. AC should be selected @ (0.5%) increments (2 above

optimum AC & 2 below optimum AC). Optimum is decided based on experience. Prepare three loose mixture specimens near optimum

AC to measure Rice or Maximum theoretical S.G. (TMD = Theoretical Max density).

Note: Some agencies require that Rice S.G. conducted at all asphalt contents.

Precision is better when mixture is close to optimum. Marshall mold is (4inch diameter X 2.5 inch height).


Determine appropriate number of blows/side according to spec.

Remove hot aggregate….place on scale….Add proper wt. of AC to obtain desired AC content.

Mix AC & aggregates until all aggregates are uniformly coated.

Check temperature before compaction, if higher, allow to cool……..if lower, discard & make other mix.

Place paper disc into preheated Marshall mold and poor in loose HMA. Fill the mold and attach the mold and base plate to pedestal.

Place the preheated hammer into the mold and apply appropriate number of blows to both sides.

MixingPlace bowl on mixer and mix until

aggregate is well-coated

Marshall Design Criteria

Light Traffic Medium Traffic Heavy Traffic ESAL < 104 10 4 < ESAL< 106 ESAL > 106

Compaction 35 50 75

Stability N (lb.) 3336 (750) 5338 (1200) 8006 (1800)

Flow, 0.25 mm (0.1 in) 8 to 18 8 to 16 8 to 14

Air Voids, % 3 to 5 3 to 5 3 to 5

Voids in Mineral Agg. (VMA) Varies with aggregate size

Voids Filled w/Asph 70 to 80 65 to 78 65 to 75(VFA) [some agencies]

Minimum VMA Requirements


Remove paper filter from top & bottom of specimen and allow to cool then extrude from mold using hydraulic jack.

Mark and allow to sit @ room temp. overnight before further testing.

Determine Bulk S.G. of each compacted specimen.

Measure Rice S.G. for the loose mix specimen.

Bulk S.G. of Compacted Mix

Determine the weight of the compacted specimen in air (A).

Immerse specimen in water (25c) for 3 – 5 minutes and record its weight (C)

Surface dry the specimen and determine SSD weight (B).

Bulk S.G. = Gmb = [A / (B-C)]

subssd

dry

WW

WG

mb

Bulk S.G. of Compacted Mix Cont.

Rice S.G. of Loose Mix

Required for void analysis. If the mix contain absorptive aggregates, place loose

mix in oven for (4hrs) at mixing temp. so that AC is completely absorbed by aggregate prior to testing.

Separate particles…..Cool to room temp……place in container….determine dry weight (A).

Fill pycnometer with water & take wt. (D). Put the asphalt mix sample in the pycnometer & add

water to fill it @25c. Removed entrapped air by vacuuming until residual

pressure manometer reads 30 mmHg or less. Maintain this pressure for 5 to 15 minutes. Agitate container while vacuuming.

Rice S.G. of Loose Mix

Fill pycnometer with water….dry outside…..take wt. (E) = Wt of Pycnometer + Aspahlt mix sample + water.

Gmm = TMD = [ A / (A + D – E)]

If test is conducted on 3 specimens mixed at or near optimum….Average 3 results….then calculate effective S.G. (Gse) of aggregate….. Then calculate Gmm for the remaining mixes with different AC contents.

If Rice S.G. is found for each mix with different AC….. Then calculate Gse of aggregates in each case…. Then calculate Average Gse…… then calculate Gmm values using the average for all five mixes.

mixwpycloosewpyc

loosemixmm WtWtWt

WtG

21

Rice S. G. of Loose Mix

% Weights of Total Mix

bmix

aspWt P

Wt

WtP

asp 100*

bsmix

aggWt PP

Wt

WtP

agg 100100*

aggaspmix WtWtWt

S.G. of Aggregates

n

i isb

Wt

n

iWt

combsb

G

P

PG

i

i

1 ,

1,

iPiWt material ofby wt %

Bulk S.G. of combined aggregates

Gsb = [(P1 +P2 +P3)/ ((P1/G1) + (P2/G2) + (P3/G3))]

P1,2,3 = % by wt of aggregates 1,2, and 3

G1,2,3 = Bulk S.G. of aggregates 1, 2, and 3

Absorption of combined agg = [(P1 A1/100) + (P2 A2/100) + (P3 A3/100)]

Where A1,2,3 = Absorption of aggregates 1,2, and 3

Effective S.G. of Aggregates

asp

b

mm

scombse

GP

G

PG

100,

Ps = % of aggregates by total wt. of mixture = (Pmm =100) – Pb

Pb = % of asphalt by total wt. of mixture

Gmm = Max. theoretical S.G

Gasp = Gb = S.G. of asphalt

Gse = Ratio of the oven dry wt. in air of a unit volume of a permeable material (excluding voids permeable to asphalt) at a stated temp. to the wt. of an equal volume of gas-free distilled water.

Max. Theoretical S.G

Gmm = Ratio of the wt. in air of a unit volume of an uncompacted bituminous paving mixture at a stated temp. to the wt. of an equal volume of water.

Gmm = (Pmm =100) / [((100 – Pb) /Gse) + ((Pb /Gb))]

= (100) / [((Ps) /Gse) + ((Pb /Gb))]

Ps = % of aggregates by total wt. of mixture = (Pmm =100) – Pb

Pb = % of asphalt by total wt. of mixture

Gse = Effective S.G. of aggregates

Gb = S.G. of asphalt

Density Void Analysis

Density & Void Analysis (Volumetrics)

wasp

aspbasp G

WtVV

*

wcombodsb

aggsbagg G

WtV

*,

wcombse

aggseagg G

WtV

*,

babbe

seaggsbaggba

VVV

VVV

% Air Voids

)1(*100%

100*%

seaggbair

mm

mbmmaair

VVV

G

GGVTMPV

3 < %Vair < 8

• Voids in Total Mix = Air Voids : The total volume of the small pockets of air between the coated aggregate particles throughout a compacted paving mixture, expressed as % of the bulk volume of the compacted paving mixture

•Low VTM …. Minimize aging, permeability, and stripping.

Density of Compacted Mix

airseaggasp

aggaspwmbmbmix VVV

WtWtG

seaggasp

aggaspwmmmm VV

WtWtG

Density of water = 1000 kg/ m^3 (62.4 lb/ft^3)

Voids In Mineral Aggregates (VMA)

The volume of intergranular space between the aggregate particles of a compacted paving mixture that includes the air voids and volume of the asphalt not absorbed into the aggregate.

VMA = V effective asphalt + Vair Doesn’t include volume of absorbed asphalt. Low VMA affects durability….lower effective asphalt oxidize

faster….. Thin film coatings are easily penetrated by water.

)1(*100%

100%,

sbagg

combodsb

smb

VVMA

G

PGVMA

Voids Filled with Asphalt (VFA)

The % of the volume of the VMA that is filled with asphalt cement.

VFA = [Veb/ ((Veb + Vair) = VMA)]100

100*1

%

100*%

sbagg

be

V

VVFA

VMA

VTMVMAVFA

Effective Asphalt (Pbe)

available for coating, binding, or filling voids NOT absorbed by aggregate

100*%

100

*%

aspagg

waspbebe

sbabbe

WtWt

GVP

PPPP

Density

used to control quality during construction % of max theoretical lab

density

% of optimum lab density

compare with field density nuclear density meter

(non-destructive) cores

wmmmm GD

wmbmb GD

wfieldmbfieldmb GD

Marshal Stability & Flow

Stability: Maximum load carried by a compacted specimen tested (@ 60c) at a loading rate of (2 in/min).

Stability is affected by angle of internal friction of aggregates & viscosity of asphalt.

Flow: Vertical deformation of the sample in hundreds of an inch (0.01 inch) or (0.25 mm).

Marshal Stability & Flow Cont.

Heights Used to correct stability measurements

Stability and flow Specimen immersed in water bath @ 60oC for 30 to 40

minutes. Remove from bath…. Pat with towel….. Then place in

Marshal Testing head. Apply load @ 2 inch (50 mm)/min loading rate Max. load = uncorrected stability (N or Lb) Corresponding vertical deformation = flow (0.01 inch or 0.25

mm) When load start to decrease, remove flowmeter. Note: Test should be completed in 60 sec.

Marshall Stability and Flow

Tabulating & Plotting Test Results

Tabulate the results from testing Correct stability values for specimen height

(ASTM D1559). Calculate Avg. of each set of 3 specimens. Prepare the following plots:

%AC vs. Unit wt. (Density) %AC vs. Corrected Marshall stability %AC vs. Flow %AC vs. Air voids (VTM) %AC vs. VMA %AC vs. VFA

Test Results & Mix Properties for Marshall mix

Sample #

%AC Wt. in Air (Dry)

Wt. in water (SSD)

Wt. in air (SSD)

Volume Bulk Density

Theor. Max Density

Air Voids

VMA VFA Measured Stability

Corrected Stability

Flow

1 5.0 1167.8 650.7 1169.0 518.3 140.6 2400 2400 11

21164.9 647.0 1166.2 519.2 140.0 2630 2630 11

31165.1 651.0 1167.0 516 140.9 2560 2560 11

Avg 140.5 153.1 8.2 18.3 55.2 2530 11

Determination of Optimum AC Content

National Asphalt Pavement Association (NAPA) Procedure

Asphalt Institute Procedure

(NAPA) Procedure

Air Voids, %

Asphalt Content, %

Target optimum asphalt content =

the asphalt content at 4% air voids

4%

Marshall Design Use of DataNAPA Procedure

Stability

Asphalt Content, %

The target stability is checked

OK

Marshall Design Use of DataNAPA Procedure

Asphalt Content, %

Use target optimum asphalt content to check if these criteria are met

If not - adjust slightly to meet all criteria if possible; else change gradation and repeat analysis

VMA, %

Asphalt Content, %

Minimum

OK

Flow

Lower Limit

Upper limitOK

Marshall Design Use of DataAsphalt Institute Procedure

Air Voids, %

Asphalt Content, %

Stability

Asphalt Content, %

Unit Wt.

Asphalt Content, %

Target optimum asphalt content = average

4%

Marshall Design Use of DataAsphalt Institute Procedure

Use target optimum asphalt content to check if ALL criteria are met

(If not - adjust slightly to meet all criteria if possible; else change gradation and repeat analysis)

VMA, %

Asphalt Content, %

Minimum

OK

Flow

Asphalt Content, %

Lower Limit

Upper limitOK

Marshall Design Method Advantages

Attention on voids (volumetrics), strength, durability Inexpensive equipment Easy to use in process control/acceptance

Disadvantages Impact method of compaction Does not directly consider shear strength Load perpendicular to compaction axis developed for dense grad, < 1”max size, viscosity or

pen graded ac

Documents

High-Type Bituminous Pavements Dr. TALEB M. AL-ROUSAN